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HomeMy WebLinkAbout1989-10-05 Traffic Impact Study SPR/CCRC TRAFFIC IMPACT SMEDY . PROPOSED ED§EWOOD bIFEcARE RETIREMENT AND GERIATRIC HEALTH CENTER North Andover, Massachusetts Prepared for LIFECARE SERVICES , INC. February, 1989 Prepared by ROBERT A. BELKNAP & ASSOCIATES CONSULTING TRAFFIC ENGINEERS 60 Chandler Street Boston , 14A 02116 i . EXECUTIVE SCARY This report has examined the potential impact of traffic generated by the development of the Edgewood Lifecare Retirement and Geriatric Health Center in North Andover, Massachusetts. Estimates have been made of traffic expected to be generated by the proposed project and this traffic has been distributed to the existing street system to simulate conditions at completion of the project in 1992 . The study etas indicated that the street system will be able to accommodate project generated traffic with minimal impact. Principal findings of the study are: 1 . The existing 24-hour traffic volume on Osgood Street is , 366 vehicles per day opposite the project site. . Over a four year period between 1983 and 1986, there were four accidents at the intersection of Osgood Street and Stevens Street. Two of these accidents were single oars that ran off the road. One accident was an angle accident that involved two vehicles and one was a head-on accident that also involved two vehicles . Done of the accidents involved injuries . 3 . Based on traffic counts conducted in 1986 and 1989 , the traffic on Osgood Street has increased by 4.985 percent per year. The 1989 volume of 2 , 366 vehicles per day is expected to increase to 3 , 203 vehicles per day by 1992 with project traffic included. In 1994 , the volUne is expected to be 3 , 477 vehicles per day. 4 . The proposed project is expected to generate 944 daily vehicle trips with 61 inbound and 47 outbound during the AM peak hour and S0 inbound and 50 outbound during the PM peak hour. 5 . Based on an intersection opacity analysis, the LDS for the intersections of Osgood Street and Stevens Street and Osgood Street and site Access will be LOS A under all four levels of traffic volumes during both the AM and PM peaX hours. Project _ generated traffic has mini-mal impact on the levels of service. 6. The site driveway should be modified at Osgood Street to provide easier ingress and egress for vehicles entering and exiting the driveway. 7 . Vehicles exiting the site driveway will have adequate sight distance in bath directions on Osgood Street. TABLE OF CONTENTS Page PROJECT DESCRIPTION I EXISTING CONDITIONS I EXISTING TRAFFIC VOLUMES I ACCIDENT HISTORY 5 1992 NO-BUILD TRAFFIC VOLUMES . 5 TRIP GENERATION 6 DIRECTIONAL DISTRIBUTION 6 PROJECT GENERATED TRAFFIC VOLUMES 9 1992 BUILD TRAFFIC VOLUMES 9 1994 TRAFFIC VOLUMES 9 IMPACT ON INTERSECTION CAPACITY 9 SITE ACCESS AND SIGHT DISTANCE 14 LIST OF FIGURES Figure No. 1 . LOCUS MAP 2 . SITE PLAN 3 . PEAK HOUR VOLUMES-EXISTING 4 . PEAN HOUR VOLUMES-1992 NO-BUILD 5. DIRECTIONAL DISTRIBUTION 6 . PROJECT GENERATED TRAFFIC VOLUMES 7 . PEAK HOUR VOLUMES-1992 BUILD : S . PEAK HOUR VOLUMES-1994 LIST OF TABLES Table No, 1 , TRIP GENERATION 2 . LEVEL OF SERVICE CRITERIA FOR 2NSIGNALIZED INTERSECTIONS 3 . SAY OF INTERSECTION LEVEL OF SERVICE FOR OSGOOD STREET AND STEVENS STREET 4 . SAY OF INTERSECTION LEVEL OF SERVICE FOR O$GOGD STREET AND SITE ACCESS EDOEWOOD LIFECARR RETIREMENT AND GERIATRIC HEALTH CENTS This report presents an analysis of the potential impact of traffic generated )�y the proposed development of the Edgewood Lifecare Retirement and Geriatric Health Center in North Andover, Massachusetts. Figure I shows the location of the project site in relation to the existing street system. PrgjeCt Desgript ' The proposed project consists of 250 living units and a 45-bed health care facility. The project site is located on the easterly side of Osgood . Street and is bordered on the east by the watershed for Late Cochichewick. Access to the site will be provided by an existing driveway that intersects Osgood Street approximately 450 feet nortberly of the intersection of Osgood Street and Stevens Street . Figure 2 is a site plan of the project. The facility will provide a shuttle bus to transport residents to local shopping areas which is expected to minimize the trip generation from the site. Xi5ting _92ndlti Osgood Street is a two-lane highway under State jurisdiction with a pavement width of approximately 24 feet in the vicinity of the proposed site access . South of the proposed access , the pavement widens to accommodate the intersection of Stevens Street with Osgood Street. At the intersection of Stevens Street, Osgood Street swings to the southwest and Stevens street extends to the South forming a Wye intersection . The speed limit on OsgOOd Street, which is posted for northbound traffic near Main Street to the south, is 30 nph. The speed limit is not posted for southbound traffic on Osgood street in the vicinity of the project site. Stevens Street is a local collector street under City jurisdiction with a pavement width of approxinately 22 feet. Stevens Street is controlled by a stop sign at Osgood street. The speed lilait on stgvens Street is posted at 35 mph for southbound traffic just south of Osgood Street. Existing land use along both Osgood Street and Stevens Street in the vicinity of the project site is primarily oxen space with occasional residential development . t' of Vo Figure 3 illustrates the AM and PM peak hour turning movement counts conducted at the intersections of Osgood Street and Stevens Street and Osgood Street and the Site Access on January 10 and 11 , 19B9 . These peak hour volumes were extracted from two hour count periods between 7 : 00 and 9:00 AM and between 4 : 00 and 6:00 Pm. L ,~ f1La',vr�EraCE r. C] , F4NIC15•pL AIRPORT 1 If: h �� gearon, - - 'I'...•.+—f$ -- - } f _ "~ ... -- L 511 � , k r * r ` + IFRIt '.p •y� ;x' xr— _ { 4s JC . Lo Cr_ � 4 j. FA _ e }' 5 ; ' THE SITE 7x }. ". ; 01 I N. _. �'atlPalrlarfi. +'4 f v T r" q " yY''yy} � #�� rti� ff'} �� •fS� �J"}it f� "� �� � ,r I' "4~� - "4} j -:+- F `b##" ..'+�; � UFilI llih {J5.{']'} ' LS A� �- J]SP .,'{- .}` =1,. �x _ C}ACE L\S I��i xlJ.r{ ! IL ¢p : •. ,• -1,�f k:pRg,: , ,/• '� i Fail' FIGURE 1: LOCUS SIP 3 - N.- Scale: 1' = 2088` Base flap: USGS Topographic Map r� � sk LU w LL 0 0 L U OL w 55 cn SITE ACCESS IOo AM/ PM ZW PEAK HOUR VOLUMES EXISTING FIGURE 3 Each peak hour volume represents the highest four consecutive 15 minute periods within each two Dour period. The morning peak hour was found to be between 7 : 00 and 8 : 00 AM and the afternoon peak hour was between 4 : 15 and 5. 15 PM at both intersections . The turning -movement count sheets are included its the Appendix. Automatic Traffic Recorder (ATR) counts were conducted on Osgood Street near the site access on January 12 and 13 , 1989. The 24- hour two-way volume was 2 , 366 vehicles . The peak hour for the 24- hour period Baas between 7 :00 and 8 : 00 AM on Friday morning when 333 vehicles were recorded. The second higbest hour was between 5 : 00 and 6 : 00 PM on Thursday afternoon when 246 vehicles were recorded. The ATR court sheet is included in the Appendix. AqQUent ' t Accident records for Osgood Street were obtained for the years 1993 , 1984 , 1985 and 1986 from the Massachusetts Department of Public Works (DPW) computer files . These years are the latest available from that source. Over the four year period, a total of 4 accidents were noted at the intersection of Osgood Street and Stevens Street. One accident occurred on August 4 , 1984 , when a single car rare off the road and bit a stone wall . The time was 2 : 00 AM and the weather was clear and dry. There were no injuries. The second accident occurred on January 21 , 1985, when a single car ran off the road and hit a guard rail . The time was moon and the weather was clear with snow on the ground. There were no injuries. The tbird accident occurred on February 8 , 1985, at 4 :00 PM in cloudy weather with snow on the ground. The accident involved two vehicles and was an angle accident. There were no injuries . The fourth accident occurred on May 26 , 1986 , at 1 : 00 FM during clear- dry weather. The accident involved two venicles and was a heath-on accident. There were no injuries. During 1983 , there four accidents an Osgood Street between Route 125/133 and Pleasant Street with none at Stevens Street. During 19$4 , there were four accidents other than the one at Stevens Street. During 1985 and 1986 there six other accidents and seven Otter accidents , respectively. i��2 Mo-Build Traffic �1es_ Baser on the 1986 Traffic Volume book published by the Massachusetts Department of public Works (DPW) , the 24 hour two- way traffic volume on Osgood Street in 1986 in the vicinity of the project site was 2 ,050 vehicles per clay, The current 24-hour two- way volume is 2, 366 vehicles per day. This is an increase of approximately 15. 4 percent in the three year period. This increase represents a growth factor of 4.895 percent per year. Therefore , the 1989 daily and peak hour volumes are expected to increase by -5- 15. 4 percent by 1992 when the project is expected to be completed. Figure 4 illustrates the 1992 Rio-build AM and PH peak hour turning movement Volumes at the intersections of Osgood Street and Stevens Street and Osgood Street and Site Access based on 1989 traffic volumes with a 4 . 895 percent annual growth factor added. The volume on Osgood Street is expected to increase to 2,731 vehicles per day by 1992 based on an annual growth factor of 4 . 985 percent. Trip Generation Trip generation for the proposed project was determined by utilizing trip generation counts performed at two existing developments that are similar to the proposed facility. The developments are Whitney Center in Hamden, Connecticut and the North Hills Housing ComplCX in Needhar, Massachusetts. Whitney Center has 241 living units and 59 nursing beds . Traffic counts were conducted for the facility in August , 1981 . During the counting period, the facility was 84 percent occupied. Therefore, only 202 living units were occupied. The facility generated a total of 687 inbound and outbound vehicle trips during a 24-hour period . Based on this count, the daily trip generation for the project would be 4 . 39 trip ends per occupied luting unit. During the AM peak hoar, the trip generation Fate was 0. 23 trip ends per living unit with 0. 12 inbound and 0. 12 outbound trips per living unit. During the PIS peak hater, the trip generation rate was 0. 45 trip ends per living unit with 0 . 23 inbound and 0. 23 outbound per living unit. The North Hills Dousing Co7aplex has 341 living} units and a 60-bed nursing home. Traffic counts were conducted for the facility in December, 1985 . During the counting period, the facility was 100 percent occupied. The trip generation rates for the facility were found to be 3 . 56 daily trips per living unit with c . 370 inbound and 0 . 254 outbound trips per living unit during the AM peak hour and 0.175 inbound and 0 . 175 outbound trigs per luring unit during the PK peak hour. Trip generation for the proposed project is expected to be an average of the rates for the Whitney Center and the North Hills Dousing Complex. The average rates and the resultant trip ' generation for the proposed project are shown in Table 1 . As indicated in the table, the project is expected to generate 944 daily trips with 61 inbound and 47 outbound during the AM peak hour and 50 inbound and 50 outbound during the PM peak hour. Di cotio al Distrit,� � Directional distribution for the proposed project is based on the H ktpe,-212 � SITE ACCESS AM/ PM Lu PEAK HOUR VOLUMES 1992 NO -BUILD FIGURE 4 Table l EDGEW000 LIFEcARE RRTIRMCENT COMITY 250 LIVING UNITS M PE 3 P 0 DAILY IN OUT IN OUT EateS 3.98 0. 245 0.187 D.20 0.20 Trips 944 61 47 50 50 expected destination of work trips, shopping trips and general trips to and from the site. Figure 5 illustrates the directional distribution utilized in this analysis . As indicated on the figure, 50 percent of the traffic is oriented northerly on Osgood Street while 35 percent is oriented southerly on Osgood Street and 15 percent is oriented southerly an Stevens Street. Project Generated Traffic VDIUMe_s Figure 6 illustrates the daily, Aid peaX hour and PM peak hour project generated traffic volumes on the street system in the vicinity of the project based on the directional distribution discussed above. 1992 Build .TrAJfi_c_V_QIuP_es Figure 7 illustrates the 1992 Huila traffic volumes on the street system in the project area for the AM and PIS peals hours . The 1992 Build traffic volumes are equal to the 1992 NO-Build traffic volumes plus project generated traffic volumes . The volume on Osgood Street is expected to increase to 3 , 203 vehicles per day by 1992 when project traffic is added to 1992 No- Build traffic is volumes . 1194 T affic V .l r_ In order to provide a five year time horizon , 1989 traffic volumes have been projected to 1994 utilizing the annual growth factor of 4 . 895 percent which was discussed under the section of this report titled 199NO-Build Traffic Volumes . Project generated traffic was them added to these volumes . The total 1994 AM and PM peak hour turning movement volumes on the street system in the project area are illustrated on Figure 8 . The volume on Osgood Street is expected to increase to 3 , 477 vehicles per day by 1994 based on are annual growth factor of 4 . 985 percent applied to the 1992 volumes with project generated traffic volutes added. Mugct on intersection c aci The Transportation Research Board (TRB) has developed the Highway Capacity Manual (RCM) which provides a method of analysis for unsignalized intersections . Level of Service (LoS) , which is a measure of traffic quality at an intersection, is based upon Reserve Capacity , which is the difference between the available capacity and the traffic demand for the three critical maneuvers at an unsignalied tee intersection. These three maneuvers are: right turns from the minor roan; left turns from the minor road: -9- ► 5O % SITE ACCESS AM/PM 5% o z o w 15% a , DIRECTIONAL DISTRIBUTION FIGURE 5 ` i SITE ACCESS I DAfLY /AM PEAK /PM PEAK tA 7 cn a z Lu PROJECT GENERATED TRAFFIC VOLUMES FIGURE 6 SITE ACCESS AM /PM ° I w PEAK HOUR VOLUMES 1992 BUILD FIGURE 7 Qm STEVENS 7 /�� � at_ 94 A751 9 9 rb r 112176 --�- rn w rn ic � D Rl 0 EA G1 and left turns from the major road. Tale 2 illustrates the relationship between Reserve Capacity and Level of Service . The Massachusetts Central Transportation Planning Staff ( 'fTPS) has developed a computer program based on the new HCH to analyze unsignalized intersections . This program has been utilized to analyze the two intersections that will receive the greatest impact from project generated traffic. 'these intersections are Osgood Street and Stevens Street and Osgood Street and the Site Access . 'Fables 3 and 4 show the summaries of the CTPS analysis for OsgOcd Street and Stevens Street and Osgood Street and Site Access , respectively. Tables 3 and 4 inclzude the analyses for the AM and PM peak hours for existing traffic volumes , 1992NO-Build traffic volumes, 1992 Build traffic volumes and Future 1994 traffic volumes . As shown on 'fable 3 for the intersection of Osgood Street and Stevens street, the LOS is level A for all critical movements during both the Am and PM peak hours for all four levels of tra€fic Volumes . As shown on Table 4 for the intersection of Osgood Street and Site Access , the Los is level A for all critical movements during both the AM and PM peak hours for all four levels of traffic volumes . The intersections included in the analysis will operate at LOS A with little or no delay. As indicated in the analysis, the addition of project generated traffic had minimal impact on the LOS at the two intersections. The computer analysis printout sheets are included in the Appendix. �iitec d Eight., The existing site access driveway on Osgood Street is approximately 24 feet wide which is adequate for the projected traffic volumes that will utilize the driveway. However, the existing pavement radii on both sides of the driveway between the driveway pavement and Osgood Street pavement should be increased to a minimum of 30 feet to provide easier ingress and egress for traffic entering and exiting the driveway. Any brush growing along the west sine of Osgood Street near the site access should be cleared to provide an optimum viers both north and south on Osgood Street for Vehicles exiting the driveway. Based on field measurements, the sight distance for vehicles exiting the site access is approximately Coo feet to the north and approximately 490 feet to the south on Osgood Street and over 700 feet to the south on Stevens Street, although the sight distance on Stevens Street is not critical because veh cles approaching from the south on Stevens street have to stop at Osgood street. The stop sign on Stevens Street is approximately 460 feet south of the site access. -14- Table 2 LEVEL OF SERVICE CRITERIA FOR UNSIGNALI&ED INTERSECTIONS LEVEE OF EXPECTED DELAY TO RESERVE CAPACITY SERVICE MINOR STREET TRAFFIC §00 A Little of no delay 300-399 § Short traffic delays 200-299 C Average traffic delays 100-199 D Song traffic delays 0-99 E very long traffic delays 0 r ' Severe congestion Table 3 SURY OF INTERSECTION LEVEIr OF SERVICE BY MO 'I FOR UNSIGNALIZED INTERSECTION OF Osgovd Street and Stevens Street RESERVE LEVEL OF VEHICLE MOVIOCEW CAPACITY SERVICE Existing AM beak H ' LT from Osgood 97 Ca A All moves from Stevens 88l A Id. alp LT from Osgood 947 A All moves from Stevens 850 A 19 Build AN Peak.. Hpu-r LT from Osgood 811 A All moves from Stevens 8�� � 19j4 AX Reak H LT from Osgood 88 A All moves from Stevens 7�6 ��tingP Peak- HoUr IT from Osgood 91$ A All moves from Stevens 8fi9 A A� I?ea Hour from Osgood 881 A All moves from Stevens 827 A 92 Vui-1d-AA-FeAkJMNM LT from Osgood 5 0 A7 All moves from Stevens 35 ► 1994 Peak Hoy�.r' LT" from Osgood 822 A All moves from Stevens 772 A LT-- Left Turn Table SAY OF INTERSEMO■ LEVEL OF SERVICE BY MOVMGMT FOR UNaIG■ALISSD INTERSECTION OF Osgood Street and Site hucess SERVE LEVEL Or VEHICLE MOB CAPACITY SERVICE dAtin k Sour LT from Osgood 982 A All moves from Site Access 542 A g2 - 2il e .LT from Osgood 956 A All moves from Site Access ©©4 A 1922 §cila e W—r LT Iroa Osgood B@0 A All moves from Site Access 448 A 94 A peak Rom. LT from Osgood861 All moves fro■ Site Access 415 A EXisting pm Hour LT from Osgood960 All woven from Site Access 71B 1992 Ko-agii � MA& LT from Osgoodg]2 All moves from Site Access 677 A la LT Iron Osgood870 All moves from Site Access 539 A 1994 AM. Peag Hour LT from Osgood850 All moves from Site Access 5lO A LT- Left Turn Based on Figure IX-27 from 1°A Policy on Geometric Design of Highways and Streets, 1984 , 11 published by the Anerican Association of State Highway and Transportation officials (AA,SHTO) , the safe sight distance for a passenger vehicle to turn left or right into a -lane highway and attain the average running speed with ut being overtaken by an approaching vehicle reducing its speed from the design speed to the running speed is approximately 410 feet for vehicles traveling at 30 mpb (the posted speed limit) . Therefore, vehicles exiting the site access driveway will have adequate sight distance in both directions baser on the field measurements. -� 8- APPENDIX C BERT A. BELKNAP -M FFIC AN13TRAN5ROR-VATIONENGINEERING ZntersactIvn Job 0 60 CHANDLER 5-r- S-rO1. CIA021 +8 eather: . :t /Town, Stater: / - Counted by, D ate: � al Yehlclea (2 Axles)' Sub Gilnd UMM TTirne Tfrao 1 Hr. F tat �iniah 7" 1JR A14 I 1k (- Tote[ Tatnl Totals e:00—a:15 - ' j_j ! 1-7 IZZ. 76 3:15-5:30 20 !1 /a I/ I M M # 1 1 l Hp- 4 1,6- ; Comments: wSOmwrIC TRPVKJ < REMP54P COW" 5OMNARl ---- ---------- --------- - ------------ RDBEP 1 BELY W-A ' NMIHEIM! W & KIL PILE: TIME - LOCATION; WGDOP SSREEi T-, -"I Dw-4 H. lot 1 RAF I S.,.jn z 12 7 6- J 7 i -121 97 12 i,_,- c; @ lob 0 1 - 2 0 0 0 0 148 0 0 2- 3 0 0 0 R 160 0 0 3- 4 0 0 0 O 162 4- 5 V05 5- 6 0 0 0 246 0 0 6- 7 0 0 100 0 7- 8 & 77 9- 1? 9-10 9-1 Q ID-11 41 0---i .1 11-12 0 0 A 0 To 0 0 11-12 ------------ ------------------------------ AOTAL 0 0 V365 0 1301 1065 0 TOTAL 2Q HOUR TRIAL 2066 CINCH PROGRAM VERSION DATE 4-29-1988 1965 HC - CHAPTER 10 : UNSIGNALI ED - 3 APPROACHE ( PAGE 1 2 ) DATE:01-15-1989 TIMR: 21 : 22 : 39 OSGOOD/STEVENS/AM/EXISTING LAST DATASETS FADED OR SAVED VOLUME= GEOMETRICS= KEY: A- i C GENERAL CHARACTERISTICS POPULATION GREATER TRAN 250 ,000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES : 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C= STEVENS SEED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT ` URN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LEFTS 0 . 00 0 . 00 0.00 THRUS 0 . 00 0 . 00 0.00 RT 14TS 0.00 0.00 0. 00 APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LT TH RT LT 'TH RT LT TH RT VOLE 0 59 0 71 176 0 3 0 81 PHF 0. 77 0. 77 0 .77 ADJ VOLUME 0 77 4 92 229 0 4 0 _ 105 PERCENT GRADE 0 .00 0 . 00 0. 00 PASS CAFE/HR 0 101 4 0 116 STEP 1 RIGHT TURNS FROM C: TE EN CONFLICTING FLOWS 77 CRITICAL CAPS 5.4 CAPACITY 1044 ACTUAL CAPACITY 1044 STEP 2 LEFT TURNS FROM B:OSGODD SB CONFLICTING FLOWS 77 CRITICAL CAPS 5. CAPACITY 1077 CAPACITY USED 9 iMPEDANCE FACTOR 0.94 1077 ACTUAL CAPACITY 1985 HCM - cJKAPTER lO : UNSIGNALIZED - 3 APPROACHES (PARE 2 0£ 2 ) DATE: 01-15-19B9 TIME: 21 : 22: 39 OsrZODD/3fEVSNS/AM/EXISTING STEP 3 LEFT TURNS FROM C: STEVENS CONFLICTING FLOWS 397 CRITICAL GAPS 7 .0 CAPACITY 502 ACTUAL CAPACITY 473 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DSKAND CAPACITY RESERVE LOS AVG DEL( SEC) AVG QUEUE LT FROM B: 101 1077 976 A 3 . 69 0 . 10 ALL NOSES FROM c: 120 1001 BBl A 4.09 0. 14 CINCH PROGRAM VERSION DATE 4-29-1988 1985 HCM - CHAPTER 10 : UNSI NALI ED - 3 APPROACHES (PAGE I of ) DATE:01-16-1989 TIME: 0: 2 : 02 0ar--00D STEVENS/AK/199 NO-BUILD LAST DATASETS LOADED OR SAVED VOLUME= GEOMETRICS- KEY : A- -B i i C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 ,000 : NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: STEVENS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT ',l'`URN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO BIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB B: OSGOOD SH C: STEVENS LEFTS 0. 00 0. 00 0.00 THRUB 0 . 00 0. 00 0 . 00 P ITS 0.00 0 . 00 0.00 APPROACH A: OSGOOD NB B: OSGOOD $B C; STEVENS LT TH RT LT TH RT IT TH RT VOLUME 0 68 0 82 203 0 3 0 93 PHA' 0. 77 0 .77 0. 77 AD3 VOLUME 0 88 0 106 264 0 4 0 121 PERCENT GRADE 0.00 0 . 00 0.00 PASS CAR/HR 0 117 4 0 133 STEP I P.IGHT TURNS FROM C:STEVENS CONFLICTING FLOWS 88 CP.ITICAL GAPS 5 . 4 CAPACITY 1031 ACTUAL CAPACITY 1031 STEP 2 LEFT TURNS FROM B:OSGOOD SB CONFLICTING FLOWS 88 CRITICAL GAPS 5 . 2 CAPACITY 1065 CAPACITY USED 11% IMPEDANCE FACTOR 0.93 ACTUAL CAPACITY 1065 1985 mcm - CHAPTER 10 : UNSIGwALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:01-16-1989 TIME= 20 : 26t02 0@200D/STEVENS/AM/1992 NO-BUILD STEP 3 LEFT TURNS FROM c;STEVENS CONFLICTING FLOWS 458 CRITICAL GAPS 7 . 0 CAPACITY 457 ACTUAL CAPACITY 426 Shy OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DAD CAPACITY RESERVE Los AVG DEL(SEC) AVC QUEUE LT FROM B: 117 1065 947 A 3 . 80 0 . 12 ALL MOVES FROM c: 137 987 850 A 4 . 24 0. 16 CINCH PROGRAM VERSION DATE 4- 9-1988 - 1985 k]CM - CHAPTER 10 : UNSIGNALI ED - 3 APPROACHES (PAGE I of ) DP-F:01-16-198 TIME: 20 : 7 : I6 I )OD/STEVENS AM/1992 BUILD LAST DATASE'T`S LOADED OR SAVED VOLUME= GEOMETRIC = KEY : A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C. STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH. O: STEVENS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: DIES MIGHT TURN ACCELERATION LAME ON MAJOR. NO SIGHT DISTANCE RESTRICTIONS (in seconds ) APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LEFTS 0.00 0.00 0. 00 T -JS 0. 00 0.00 0 . 00 :HTS 0. 00 0 . 00 0.00 APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS ITT TH RT LT TH RT LT TH RT VOLUME 0 90 0 86 226 0 3 0- 102 PHA' 0 .77 0 . 77 0 .77 ADJ VOLU14E 0 117 0 112 294 D 4 0 132 PERCENT GRADE 0 . 00 0.00 0 . 00 PASS CAR/HR 0 123 4 0 146 STEP I RIGHT TURNS FROM C:STEVENS CONFLICTING FLOWS 117 CRITICAL GAPS 5.4 CAPACITY 1000 ACTUAL. CAPACITY 1000 STEP 2 LEFT TURNS FROM H:OSGOOD SB CONFLICTING FLOWS 117 CRITICAL GAPS 5. 2 CAPACITY 1034 CAPACITY USED 1 I''''EDANCE FACTOR 0. 92 ' UAL CAPACITY 1034 1985 RCM - CHAPTER 10 : UNSIGNALISED - 3 APPROACHES (PAGE 2 of 2 ) DATE: 01-16-1989 TIME: 20 : 27 ; 16 05rWD/STEVENS/AM/1992 BUILD STEP ] LEFT TURNS FROM C: STEVENS CONFLICTING FLOWS 522 CRITICAL GAPS 7 . 0 CAPACITY 414 ACTUAL CAPACITY 393 SAY of LEVEL OF SERVICE BY MOVEMENT MOVEMENT DECO CAPACITY RESERVE LOS AVS DEL(SEC) AVG QUEUE LT FROM 3: 123 1034 911 A 3 .95 0 . 13 ALL MOVES FROM c : 150 956 806 A 4 . 47 0 . 19 CINCH PROGRAM VERSION DATE 4-29-1988 1985HCM - CHAPTER IO : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) p`%'; OI-15-1989 TIME: 21t25: I -,10D STEVENS AM FUTURE 1994 LAST DATASETS LOADED OR SAVED VOLUME= GEOMETRICS= KEY : A- -B k k C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 ,000 : NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES : 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANDS APPROACH, C: STEVENS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NE H: OSGOOD SB C, STEVENS LFvTS 0 . 00 0 . 00 0. 00 �* is 0 . 00 0 . 00 0 . 00 .HTS 0.00 0.00 0.00 APPROACH A: OSGOOD NS B: OSGOOD SB C: STEVENS LT TH RT LT TH RT LT TH RT VOLUME 0 97 0 94 247 0 4 0 . 112 PHP 0 . 77 0. 77 0. 77 ADJ VOLUME 0 126 0 122 321 0 5 0 145 PERCENT GRADE 0.00 0.00 0.00 PASS CAR HR 0 134 6 0 160 STEP 1 RIGHT TURNS FROM C:STEVENS CONFLICTING FLOWS 1 Z5 CRITICAL GAPS 5. 4 CAPACITY 990 ACTUAL CAPACITY 990 STEP 2 LEFT TURNS FROM B:OSGOOD SB CONFLICTING FLOWS 126 CRITICAL GAPS 5 . 2 CAPACITY 1024 CAPACITY USED 13% T—EDANCE FACTOR 0 .92 :UAL CAPACITY 1024 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 2 0£ 2) DATE:01-15-1989 IIM2: 21 : 25 ; 21 e` )0D/STEVElqS/AM/FPS 1994 STEP 3 LEFT TURNS FROM C: STEVENS CONFLICTING FLOWS 569 cEITICAL GAP-S 7 . 0 CAPACITY 385 ACTUAL CAPACITY 352 5UMKARY OF LEVEE OF SERVICE SY NOVtMENT MOVEMENT DEKAND CAPACITY RESERVE LOS AVG DEL( SEC ) AVG QUEUE LT FROM S; 134 1024 889 A 4 . 05 0 . 15 ALL MOVES FROM C: 166 932 766 A 4 . 70 0 . 22 CINCH PROGRAM VERSION DATE 4-29-1988 1985 HCM - CHAPTER 10 : UNSIONALIZED - 3 APPROACHES (PAGE I of 2 ) L1'.: `E:01-15-I989 TIME: 2I : 27 : 03 'DOD STEVENS PM EXISTING LAST DATASETS LOADED OR SAVED VOLUME= GEOMETRICS= KEY : A- -B i C GENERAL CHARACTERISTICS POPULATION GREATER "1`P kN 2 SQ,000= NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT 'TURN LANE: N MINOR STREET LANES APPROACH: C: STEVENS SHARED LEFT AND RIGHT 'TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES MIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in siaconds ) APPROACH A: OSGOOD NB B: OSGOOD SB O: STEVENS LFIWTS 0.00 0.00 0. 00 ^ us 0. 00 0. 00 0 . 00 :H1`S 0 .00 0 . 00 0 .00 APPROACH A: OSGOOD NB B: OSGOOD SE C: STEVENS LT TH RT LT TH RT LT TH RT VOLUME 0 102 0 87 48 0 4 0 56 PHF 0 .85 0 . 85 0.85 ADJ VOLUME 0 120 0 102 56 0 5 0 66 PERCENT GRADE 0 . 00 0 . 00 0 .00 PASS CAR/HR 0 113 5 0 72 STEP I RI HT TURNS FROM C:STEVENS CONFLICTING FLOWS 120 CRITICAL GAPS 5 . 4 CAPACITY 996 ACTUAL CAPACITY 996 STEP 2 LEFT TURNS FROM B:OSGOOD SB CONFLICTING FLOWS 120 CRITICAL GAPS 5. 2 CAPACITY 1030 CAPACITY USED 11 T` �EDANCE FACTOR 0.93 -. AL CAPACITY 1030 1985 RCM - CHAPTER lO : UNSIGKALIZED - 3 APPROACHES (PAGE 2 of 2 ) DATE: 01-I5-1999 TIME; 21 : 27 : 03 OS-goD/STBVENS/PM/EXISTING STEP 3 LEFT TURNS FROM C:ST£VENS CONFLICTING FLOWS 279 CRITICAL GAPS 7 .0 CAPACITY 599 AcT2A,L CAPACITY 559 5UKKA,RY of LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEAD CAPACITY RESERVE LOS AVG DEL( SEC ) AVG QUEUE L2 FROM B: 113 1030 918 A 3 . 92 0 . 12 ALL MOVES FROM C: 78 947 869 & 4 . 14 0 . 09 CINCH PROGRAM VERSION DATE 4- 9-19$S 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE I of 2) P, �: 01-16-1989 TIME: 20 : 29 : 11 I DOD/STEVENS/PM/1992 NO-BUILD LAST DATASETS LOADED OFF SAVED VOLUME= GEOMETRICS= KEY: A- -$ C GENERAL CHARACTERISTICS POPULATION GREATER THAN 2 5 0 , 0 0 0 : NO CONTROLS : FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: STEVENS SHARED LEFT AND RIGHT 'TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds ) APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LT"„1`S 0 . 00 0.00 0. 00 *' US 0 . 00 0 . 00 0 . 00 a l'HTS 0.00 0 .00 0. 00 APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LT TH RT LT TH RT LT TH RT VOLUME 0 118 0 100 55 0 5 0 65 pHF 0 . 85 0 . 85 0.85 ADJ VOLUME 0 139 0 118 65 0 6 0 76 PERCENT GRADE 0 . 00 0 . 00 0 .00 PASS OAR/HR 0 19 5 O 84 STEP 1 RIGHT TURNS FROM C:S'Y`E ENS CONFLICTING FLOGS 139 CRITICAL GAPS 5 . 4 CAPACITY75 ACTUALCAPACITY 976 STEP 2 LEFT TURNS FROM B:OSGODA SB CONFLICTING FLOWS 139 CRITICAL GAPS 5 . 2 CAPACITY 10I4 CAPACITY USED 13% TDANCE FACTOR 0 . 9 1010 ' JAL CAPACITY 1985 NCH - CHAPTER 10 : UNSIGNALIZED - ] APPROACHES (PAGE 2 of 2 ) DATE: 01-16-1989 TIME: 20 : 29 : I1 P" -OOD/STEVENS/PM/1992 NO-BUILD STEP 3 LEFT TES FROM C:STEVENS CONFLICTING FLOWS 321 CRITICAL GAPS 7 . 0 CAPACITY 563 ACTUAL CAPACITY 517 3UMMA,RY OF LEVEL of SERVICE BY MOVEMENT MOVEMENT DEAD CAPACITY RESERVE LOS AVG DEL( SEC) AVG QUEUE LT FROM B' 129 1010 BSI A 4 . 09 0 . 15 ALL MOVES FROM C: 91 918 827 A 4 . 35 0. 11 CINCH PROGRAM VERSION DATE 4-29-1988 I9S5 Rcm - CHAPTER IO : UNSIGNALIZED - 3 APPROACHES ( PAGE I of 2 ) D7`r7: 01-16-1989 TIME: 20: 30: 5 ( jDD/STEVENS/PM/1992 BUILD LAST DATASETS LOADED OR SAVED VOLUME= OEOME` RICS= KEY: A- -B 1 1 C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 f 000: NO CONTROLS: FROM 4 STOP PREVAILING SPEE1 3: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: STEVENS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHS' DISTANCE RESTRICTIONS ( in seconds ) APPROACH A: OSGOOD NB H: OSGOOD Sb C: STEVENS LEFTS 0 . 00 0. 00 0.00 r'- is 0 . 00 0 . 00 0 . 00 .I .{ITS 0. 00 0.00 0.00 APPROACH A: OSGOOD NB B: OSGOOD SB O: STEVENS LT 'TH RT LT TH RT LT 'NTH RT VOLUME 0 138 0 105 75 0 5 0 70 PHF 0 . 85 0.85 0. 85 ADJ VOLUME 0 162 0 124 88 0 6 0 82 PERCENT GRADE 0.00 0 .00 0.00 PASS CAR HR 0 136 5 0 91 STEP I RIGHT TURNS FROM C: STHVENS CONFLICTING FLOWS 162 CRITICAL GAPS 5 . 4 CAPACITY 95 ACTUAL CAPACITY 952 STEP 2 HEFT 'URNS FROM B:OSGOOD SR CONFLICTING FLOWS 16 CRITICAL GAPS 5. 2 CAPACITY 985 CAPACITY USED 14% 1" EDANCE FACTOR 0. 91 .JAL CAPACITY 985 1955 HCH - CHAPTER 10 : QNSIGNALIZED - a APPROACHES (PAGE 2 of 2 ) - DATE: 01-16-1989 TIME: 20 : 20 : 25 of«o0D/STEVENS/PM/1992 BUILD STEP J LEFT ?UI�NS FROM C: STEVENS CONFLICTING FLOWS 374 CRITICAL GAPS 7 . 0 CAPACITY 520 ACTUAL CAPACITY 473 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE Los AVG DEL(SEC ) AVG QUEUE LT FROM B, 136 995 B50 A 4 . 24 0 . 16 ALL MOVES FROM C: 97 992 795 A 4 . 53 0 . 12 CINCH PROGRAM VERSION DATE 4- 9--1988 1985 HOH - CHAPTER 10 : UNSIGNALI ED -• 3 APPROACHES (PAGE 1 Of 2) DATE:01-1 -1989 TIME: 21 : 29 : 57 O .)OD/STEVENS/PM/FUTURE 1994 LAST DATA^SETS LOADED OR SAVED VOLUME= OEOMETRICS= KEY! A- -B 9 C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 , 000 : NO CONTROLS : FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TAN LANE: MINOR STREET LANES APPROACH: C: STEVENS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE' YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB B: OSGOOD SB C: STEVENS LEFTS 0 . 00 0 .00 0.00 T "-TJS 0.00 0.00 0. 00 T dTS 0 . 00 0 . 00 0 .00 APPROACH A: OSGOOD NB B: OSGOOD SB O: STEVENS LT TH RT LT Tip RT LT TH RT VOLUME 0 ISO 0 115 81 0 5 0 76 PHF 0 . 85 0 . 85 0.85 AOJ VOLUME 0 176 0 135 95 0 6 0 89 PERCENT GRADE 0 . 00 0 . 00 0 .00 PASS CAR/HR 0 149 6 0 98 STEP 1 RIGHT TURNS FROM C:STEVENS CONFLICTING FLOWS 176 CRITICAL GAPS 5 . 4 CAPACITY 937 ACTUAL CAPACITY 937 STEP 2 LEFT TURNS FROM B:OSGOOD SB CONFLICTING FLOWS 176 CRI T'IOAL GAPS 5. 2 CAPACITY 971 CAPACITY USED 15 IMPEDANCE FACTOR 0.90 d TEAL CAPACITY 9?1 1985 §CM - cRAPTER lO ; UNSIGKA£I2ED - ] APPROACHES (PAGE 2 of 2 ) DATE:Oi-15-1969 TINE: 21 : 24: 57 oSnQ0D/§ƒEVENS/PN/rUTURE 1994 STEP l LEFT TURNS FROM C:5TEV£KS CONFLICTIRG FLOWS 409 CRITICAL GAPS 7 .0 CAPACITY 494 ACTUAL CAPACITY 444 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT OECD CAPACITY RESERVE Lo5 AVG DEL(SEC) AVG QUEUE LT FROM S; 149 971 822 A 4 . 38 0 . 18 ALL MOVES FROM C: 105 877 772 A 4 . 66 0 . 14 CXNCH PROGRAM VERSION DATE 4-- 9-1988 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE I of 2 ) D.'""E: 02-I5-1989 TIME: 13 : 20 : 49 :DOD SITE ACCESS/AM/EXISTING LAST DATAS£TTS LOADED OR SAVED VOLUME= GEOMETRICS= YEY: A- -H C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS : FROM C: STOP PREVAILING SPEED: 89 MPH ?FAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE ACCESS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT 'TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds ) APPROACH A: OSGOOD NH H: OSGOOD SH O: SITE ACCESS LEFTS 0 . 00 0 .00 0. 00 '* :is 0 . 00 0 . 00 0 .00 M T'S 0 . 00 0. 00 0. 00 APPROACH A: OSGOOD NB 8: OSGOOD SS C: SITE ACCESS LT 'T'H RT LT 'T°H RT LT TH RT VOLUME 0 138 2 I 245 0 2 0 I PHF 0 . 85 0 . 85 0 . 85 ADJ VOLUME 0 162 2 1 288 0 2 0 1 PERCENT GRADE 0 . 00 0 . 00 0 . 00 PASS CAR HR 0 1 3 0 1 STEP I RI-6HT TURNS FROM C:SITE ACCESS CONFLICTING FLOWS 164 CRITICAL GAPS 5.9 CAPACITY 866 ACTUAL CAPACITY 666 STEP 2 LEFT TURNS FROM H:OSOOOD SH CONFLICTING FLOWS 165 CRITICAL GAPS 5 . 2 CAPACITY 83 CAPACITY USED 0% 1 --IEDANCE FACTOR 1 .00 .UAL CAPACITY 983 1985 HCM - CHAPTER 10 : EUNSIGNALIZEO - 3 APPROACHES (PAGE 2 of ) DATE:02-15-158 TIME: 13 : 0 : 49 0-- -)OD SITE ACCESS/AM/EXISTING STEP 3 LEFT TUNS FROM C: SITE ACCESS CONFLICTING FLOWS 453 CRITICAL GAPS 7 . 0 CAPACITY 461 ACTUAL CAPACITY 461 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE L S AVG DEL( SEC) A G QUEUE LT FROM 8: 1 983 982 A 3 . 67 0. 00 ALL MOVES FROM O: 4 546 542 F► 6 .64 0 . 01 CINCH PROGRAM VERSION DATE 4-29-1966 1985 HCM - CHAPTER 10 : T_NSIGNALIZED - 3 APPROACHES (PAGE 1 of 2 ) DATE:02-15-1989 TIME: 13 : 18 : 0 0P'-:.'40D SITE ACCESS AM 1992 NO-BUILD LAST DATA SETS LOADED OR SAVED VCLUME= G£OMETRICS= KEY : A- -B k E GENERAL CHARACTERISTICS POPULATION GREATER THAN 50 f000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET 9 OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: Cl SITE ACCESS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB S: OSGOOD SB C: SITE ACCESS LEFTS 0.00 0 . 00 0.00 Tgr'T]S 0. 00 0. 00 0. 00 F ITS 0 .00 0 . 00 0 . 00 APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE ACCESS LT TH RT LT TH RT LT TH RT VOLUME 0 159 2 1 283 0 2 0 I PHF 0 . 85 0 . 85 0 . 85 ADJ VOLUME 0 IS? 2 1 333 0 2 0 1 PERCENT GRADE 0.00 0.00 0• 00 PASS CAR HR 0 1 3 0 I STEP 1 RIGHTT TERNS FROM C:SITE ACCESS CONFLICTING FLOWS 188 CRITICAL GAPS 5.9 CAPACITY 841 ACTUAL CAPACITY 841 STEP 2 LEFT TLI'RNS FROM B; SGOOD SB CONFLICTING FLOWS 169 CRITICAL GAPS 5 . CAPACITY 98 CAPACITY USED 0 IMPEDANCE FACTOR 1.00 8 A 'JAL CAPACITY 1985 HCM - cRA2T3k 10 : UN3IGNALIZED - 3 APPROACHES (PAGE 2 of 2 ) . DATE: 02-15-1989 TIME: 13 : 18 : 02 OS&DOD/SITE ACCESS/AM/1992 NO-BUILD STEP 3 LEFT TURNS FROM C;SITE ACCESS CONFLICTING FLOWS 522 CRITICAL GAPS 7 .0 CAPACITY 414 ACTUAL CAPACITY 414 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DSKAND CAPACITY RESERVE LO5 AVG DEL(SEC) AVG QUEUE LT FROM B: l 958 956 & 3 . 76 0 . 00 ALL MOVES FROM C: 4 498 494 A 7 . 28 0 , 01 CINCH PROGRAM VERSION DATE 4-29-1988 1985 HC'M - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES ( PACE I of 2) DATE:01-16-1989 TIME: 0 : 35: 00 Dom. . OD/SITE ACCESS/AM/1992 BUILD LAST DATASETS LOADED OR SAVED VOLUME= C EOMETR I C = KEY: A- -B k k GENERAL CHARACTERISTICS POPULATION GREATER THAN 4 ,000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET * OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE ACCESS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE* NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB B: OSGOOD SS C: SITE ACCESS LEFTS 0.00 0 . 00 0 .00 TF TS 0.00 0 .00 0.00 L :ITS 0 . 00 0. 00 0. 00 APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE ACCESS LT TH RT LT TH RT LT TH RT VOLUME 0 159 33 32 283 0 27 0 24 PHF 0 . 85 0.85 0. 85 ADJ VOLUME 0 187 39 88 333 0 32 0 28 PERCENT GRADE 0.00 0 . 00 0.00 PASS CAR/HR 0 41 35 0 81 STEP 1 RIGHT TURNS FROM C:SITE ACCESS CONFLICTING FLAWS 206 CRITICAL GAPS 5. 4 CAPACITY 907 ACTUAL CAPACITY 907 STEP 2 LEFT TURNS FROM H:OSGOOD SB CONFLICTING FLOWS 226 CRITICAL GAPS 5 . CAPACITY 921 CAPACITY USED 4 IMPEDANCE FACTOR 0 • 8 A JAL CAPACITY 921 1985 HCM - CHAPTER 10 ; UNSIGNALIZED - 3 APPROACHES (PAGE 2 0f 2 ) DATE: 01-16-1989 TIME: 20 : 35 : 00 Or-- ')oD/SITE ACCESS/AM/1992 BUILD STEP 3 LEFT TES FROM C: SITE ACCESS CONFLICTING FLOWS 577 CRITICAL GAPS 7 . 0 CAPACITY 380 ACTUAL CAPACITY 371 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEB(SEC) AVG QUEUE LT FROM B: 41 921 ago A 4 . 09 0 . 05 ALL MOVES FROM C: 66 514 448 A 8 . 04 0 . 15 CINCH PROGRAM VERSION DATE 4- 9-I988 I985 Hcm - CHAPTER 10 : UMSIGNALIZED - 3 APPROACHES (PACE I of 2 ) - ' - 'E;: 01-1'5-1989 TIMEt 2X : 36: I5 JOOD/SITE ACCESS/AM/FUTURE � 1444 LAST DAT'ASETS LOADED OR SAVED VOLUME= GEOMETRICS= KEY : A- -8 i i C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 , 000 : NO CONTROLS: FROM : STOP PREVAILING SPEED: 39 MPH MAIV STREET 4 OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: 1wF MINOR STREET LAVES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TM ACCELERATION LANE ON 1 AJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds) APPROACH A: OSGOOD NB E: OSGOOD SS C: SITE DRIVE Lr"TS 0.00 f V 0 . 00 f0 . 00 V S 0. 00 .00 . 00 1.-,;HTS 0. 00 0 . 00 0 . 00 APPROACH A; OSGOOD NB B: OSGOOD SB C.': SITE DRIVE LT TH RT LT TH RT LT TH RT VOLUME 0 175 33 32 311 0 27 0 24 PHF 0 . 85 0. 85 0. 85 ADJ VOLUME 0 206 39 38 366 0 32 0 28 PERCENT GRADE 0 . 00 0. 00 0. 00 PASS CAR/HR 0 41 35 0 31 STEP I RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 225 CRITICAL GAPS 5.4 CAPACITY 888 ACTUAL CAPACITY 888 STEP 2 LEFT TURFS FROM B:OSOOOD SE CONFLICTING `LOWS 245 CRITICAL GAPS 5. 2 CAPACITY 903 CAPACITY USED 5 T' V'DANCE FACTOR 0 . 98 'UAL CAPACITY 903 1985 HCM - CHAPTER 10 : UNSIC ALI BD - 3 APPROACHES (PAGE 2 of 2 ) DATE:01-15-1989 'TIME: 21 : 36 : 15 o ^om/SITE ACCESS/AM/FUTURE l944- STEP 3 LEFT TURNS FROM C: SITE DRIVE CONFLICTING FLOWS 629 CRITICAL CAPS 7 • 0 CAPACITY 350 ACTUAL CAPACITY 342 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEME14T DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 41 903 861 A 4 . 18 0 .05 ALL DOVES FROM C: 66 481 415 A 8 . 68 0. 16 CINCH PROGRAM VERSION DATE 4-29-1988 1985 HCM + CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE I of 2 ) DATE: 01-15-1989 'ITTME: 2I : 3? : 37 r )OD SITE ACCESS/PM/EXISTING ,AST DATASETS LOADED OR SAVED VOLUKE- GEOMETRICS= KEY: A- -B GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 i 000: NO CONTROLS: FROM : STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND 'RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds ) APPROACH A: OSGOOD NH B: OSGOOD SB C: SITE DRIVE ,EFTS 0.00 0.00 0. 00 fi'is 0. 00 0. 00 D . 00 FITS 0.00 0 .00 0. 00 APPROACH A: OSGOOD NB $: OSGOOD SB C: SITE DRIVE LT TH RT LT TH RT L`I' TH RT VOLUME 0 157 1 I 133 0 2 0 3 PHF 0. 85 0 .85 0. 85 ADJ VOLUME 0 185 1 1 156 0 2 0 4 PERCENT GRADE 0.00 0 . 00 0.00 PASS CAR/I CAR/HR 0 1 3 0 4 STEP I RIGHT TURNS FROM C: ^SITE DRIVE CONFLICTING FLOWS 185 CRITICAL GAPS 5. 4 CAPACITY 928 ACTUAL CAPACITY 928 STEP 2 DEFT TURNS FROG'! B:OSCOOD SB CONFLICTING FLOWS 186 CRITICAL CAPS 5 . 2 CAPACITY 961 CAPACITY USED 0 IMPEDANCE FACTOR 1 . 00 :SAL CAPACITY 961 1985 HCM - CHAPTER 10 : UNSIGNALIZED - ] APPROACHES (PAGE 2 0£ 2 ) - DATE:01-15-1989 TIME: 21 : 27 : 37 OSGOOO/SITE ACCESS/PM/EXISTING STEP ] LEFT TES FROM C: SITE DRIVE CONFLICTING FWWS 343 CRITICAL GAPS 7 . O CAPACITY 545 ACTUAL CAPACITY 545 SAY OF LEVEL OF SERVICE BY NoVM4ENT MOVEMENT DEAD CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE L« FROM §: 1 961 960 A 3 . 75 0 . 00 ALL MOVES FROM C: 6 724 718 5.02 0 . 01 CINCH PROGRAM VERSION DATE 4-29-1988 1985 HCM - CHAPTER 10 : UNBIGNALI ED - 3 APPROACHES (PAGE I of 2 ) D2AmF: 01-16-1989 TIi+'E: 20 : 36 : 05 f OD SITE ACCE PM 1992 NO-BUILD LAST DATASETS FADED OR SALTED VOLUME- GEOMETRI CS= XEY: A- -B C GENERAL CHARACTERIS'T`IC POPULATION GREATER THAN 250 , 000 : NO CONTROLS : FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES KAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE r N MINOR STREET LANES APPROACH: O: SITE ACCESS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT 'TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( in seconds ) APPROACH A: OSGOOD NB B: OSGOOD SB : SITE ACCESS LEFTS 0 .00 0. 00 0 . 00 T' IS 0 .00 0 . 00 0.00 HTU 0 . 00 0. 00 0. 00 APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE ACCESS LT TH RT LT TH R'T LT TH RT VOLUME 0 181 I 1 154 0 2 0 3 PHI` 0 . 85 0. 85 0 . 85 ADJ VOLUME 0 213 1 1 181 0 2 0 4 PERCENT GRADE 0. 00 0 . 00 0.00 PASS CAR HR 0 1 3 0 4 STEP 1 RrGHl' TURNS FROM C:SITE ACCESS CONFLICTING FLOWS 214 CRITICAL GARS 5•4 CAPACITY 900 ACTUAL CAPACITY 900 STEP 2 LEFT TURNS FROM B:OSGOOID SB CONFLICTING FLOWS 214 CRITICAL GAPS 5. 2 CAPACITY 933 CAPACITY USED 0 IyT,IEDANCE FACTOR 1 . 00 :SAL CAPACITY 933 1985 ECM - CHAPTER 10 : UNSIGNALI2ED - 3 APPROACHES ( PAGE 2 of 2 ) DATE: 01-16-1989 TIME: 20: 36 : 05 o!VrOOD/SITE ACCESS/PM/1992 NO-BUILD STEP ] LEFT TURNS FROM CtSITE ACCESS CONFLICTING FLOWS 396 CRITICAL GAPS 7.0 CAPACITY 503 ACTUAL CAPACITY 503 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEAD CAPACITY RESERVE LOS AVG DEL(SEC ) AV§ QUEUE LT FROM B; l 933 932 A 3 .86 0. 00 ALL MOVES FROM C: 6 684 677 A 5. 32 0 . 01 CINCH PROGRAM vERSION DATE 4-29-1988 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DA'^E:01-16-1989 TIME: 0 : 37 : 1T C )OD SITE AOOESS PM 1992 ISO-BUILD LAST DATASETB LOADED} OR SAVED VOLUME= GEOMETRICS= KEY : A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000 : NO CONTROLS: FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TARN LANE: N MINOR STREET LAMES APPROACH: C: SITE ACCESS SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT `'URN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTION (in seconds) APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE ACCESS LEFTS 0.00 0 . 00 0. 00 T' IS 0. 00 0.00 0 . 00 i 'iTS 0 .00 0 . 00 0.00 APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE ACCESS LT TH RT LT TH RT LT TH RT VOLUME 0 181 26 26 154 0 27 0_ 28 PHA' 0 . 85 0. 85 0 . 8 ADJ VOLUME 0 213 31 31 181 0 32 0 33 PERCENT GRADE 0. 00 0 . 00 0 . 00 PASS CAR HR 0 34 35 0 36 STEP 1 RIGHT TURNS FROM C:SITE ACCESS CONFLICTING PLOWS 228 CRITICAL GAPS 5.4 CAPACITY 885 ACTUAL CAPACITY 885 STEP 2 LEFT TURNS FROM B:OSGOOD SB CONFLICTING FLOSS 244 CRITICAL GAPS 5 . 2 CAPACITY 904 CAPACITY USED 4 IWIEDANCE FACTOR 0 .98 ' JAL CAPACITY 904 1985 BCM - CHAPTER 10 : UNSIGNALIZED - a APPROACHES (PAGE 2 of 2 ) DAIS:01-16-1989 TIN£**20: 37:17 OF 'OD/SITE ACCESS/PM/1992 NO-BUILD STEP 3 LEFT TURNS FROM C:SIT£ ACCESS CONFLICTING FLOWS 440 CRITICAL GAPS 7 .0 CAPACITY 470 ACTUAL CAPACITY G61 SAY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEAD CAPACITY RESERVE £OS AVG DEL( SEC ) AV§ QUEUE LT FROM B: 34 904 870 A 4 . 14 0 .04 ALL MOVES FROM C; 71 610 539 A 6. 68 0 . 13 CINCH PROGRAMS VERSION DATE 4-29-1988 185 HCM - CHAPTER 10 : UNSIGNALI ED - 3 APPROACHES ( PACE 1 of 2 ) DATE: 01-I5-1989 TIME: 21 : 39 : 14 C' •OD SITE ACCESS/PM/FUTURE 1994 LAST DATASETS LOADED OR SAVED VOLUME= GEOMETRI CS= KEY; A- -B i i C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250 , 000 : NO CONTROLS : FROM C: STOP PREVAILING SPEED: 39 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHADED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OFF SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS ( ire seconds) APPROACH A: OSGOOD NB B: OSGOOD SS C: SITE DRIVE LEFTS 0 .00 0.00 0. 00 T" IS 0.00 0. 00 0. 00 x d'TS 0 . 00 0 . 00 0 .00 APPROACH A: OSGOOD NB B: OSGOOD SB C: SITE DRIVE LT TH PIT LT TH RT LT TH R`F VOLUME 0 199 26 26 170 0 27 0 26 PHF 0 . 85 0. 85 0. 85 ADJ VOLUME 0 234 31 31 200 0 32 0 33 PERCENT GRADE 0 . 00 0 . 00 0.00 PASS CA HR 0 34 35 0 36 STEP I RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 24 CRITICAL GAPS 5. 4 CAPACITY 865 ACTUAL CAPACITY 865 STEP 2 DEFT TES FROM $;OSGOOD S$ CONFLICTING FLOWS 265 CRITICAL GAPS 5 . 2 CAPACITY 884 CAPACITY USED 4% IMPEDANCE FACTOR 0 .98 7 JAL CAPACITY 884 1985 §CM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2 ) DAT£: 01-15-1989 TIME: 21 = 39: 14 0725OD/SITE ACCESS/PM/FUTURE 1994 STEP 3 LEFT TES FROM C: SITE DRIVE CONFLICTING FLOWS 480 CRITIC GAPS 9 . 0 CAPACITY 442 ACTUAL CAPACITY 434 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL( SEC) AVG QUEUE LT FROM §: 34 884 850 A 4 . 24 0-04 ALL MOVES FROM c : 71 561 510 A 7. 06 0 . 14